23303 75TH AVE W.PDFiiiiiiiiiiii
6009
23303 75TH AVE W
CA FIL,- NO.,
t. i6
Ch,
Critical -Are As ecklist -
------- -------------------------------------- ----------------
Site Information (soils/topography/hydrolpgy egetation)
I Site Address/Location: _33 a'_�
2. Property Tax Account Number: ��r—'Fe — 0 0 3 0 0 IZ 0
3. Approximate Site Size (acres or square feet):
4. Is this site currently developed? yes; no
'M2 ' �� 1, P.2,,*�-
ST,
If yes; how is site developed? /r? — 5 To-f 11 r- TI/h I I ./�,P
5. Describe the general site topography. Ch.eck all that apply.
Flat: less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less.than 15% (a vertical rise of 10-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of
10-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: /I/Q Approx. Depth:
7. Site contains areas of seasonal standing water: IVO Approx. Depth:
What season(s) of the year?
8. Site is in the floodway /1/0 floodplain of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? —/1/ 0 Flows are seasonal? A/0 (What time of year?
10. Site is primarily: forested meadow shrubs mixed
urban landscaped (lawn,shrubs etc)
11. Obvious wetland is present on site: /1/0
Water Service Drawinq
The City of Edmonds
EASEMENT NO . ...........................................
NEW CONSTRUCTION REPAIRS 0 LID NO . .................. . ASMT. NO . ..................
OWNER.......................................................................................... . ... CONTRACTOR ........... ................... ............................... ......... PERMIT 1,40 . ....................
JOB ADDRESS ... ....... 7XIS +�r\ ... ............................... LEGAL DESCRIPTION: LOT. NO . ............................... OCK NO . ...................................
t7. .............................................. ....................................................................................................................
NAMEOF ADDITION ...... ....................................................... ........................................... ..............
F,
Ci
LL
w 13
Approved:
MV4-00ul-I 1175 (REVAI 1178) DATE ................. By .....................................
1.
RECEIVEL)
�rj7c. Is9v
OCT 2 9 2000
City of Edmo, 'n'ds PERMIT NOV W*288�j
SIDE SEWER PERMIT PERMIT EXPIRES
Address of Construction: ,�3rra, —7 S"�' Lj�-3 LID #
Property Tax Account Parcel No. 44 P68 QZZ 00'2- - 0
Attach copies o alt�access and utility easements Verified and Approved by
Owner and/or Contractor -
Building Permit 9:
Contractor License#: RE:IiWO 12.5--i 4
�@ Single Family
F-1 Multi -Family (No. of Units
n Commercial, �No. of Units
Invasion into City *Right -of Way: 0 Yes KNo
*RW Construction Permit #
Cross other "Private Property: F-1 Yes VNo
E]"P, upi ic "Attach legal description and copy of recorded easement.
Owner/Contractor 101,-)41,3
Owner or contractor signature and acrn-owi-edgement statement: Date
By signing for this permit I certify that I have read the City's public handout entitled
Side Sewer Specifications, and shall comply with all City requirements outlined therein.
9 CALL DIAL -A -DIG (1-800-425-5555) BEFORE ANY EXCAV Mmmikm-
2 FOR INSPECTION CALL 425-771-0220 extension 319 2 VIA &ALUM=
24 HOUR NOTICE REOUIRED FOR ALL INSPECTION REOUESTS Lff. STATION
. ........... . .... ... :FOR OFFICE USE ONLY....
. . .........
............. ........ .....
Permit Fee $ S(D �'-Repair Fee $ Issued BY:
Trunk Charge $ Date Issued:
Assessment Fee $ P Receipt No: \ �o
City Permit Surchar ge Fee $5.00 Total Fees Paid $ (0
NOTE: IF JOBISITSIS NOT READY FOR INSPECTION WHEN
INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL BE CHARGED.
Job Site Ready YES NO Date: Initial:
Partial Inspection: r.4,L&,,, sA r��e. Date: IL IMitial: nQW
/0- _ZUk -L
Partial Inspection: Date: Initial:
FINAL INSPECTION APPROVED: Date: Initial:_ As -built to Street File:
t� PERMIT MUST BE POSTED ON JOB SITE t�
White Copy: File Green Copy: Inspector Buff Copy: Applicant
L;temp;bldg;forms,sspermitjlg4/00
Side Sewer Drawing
EAsEMENT NO . ........... ......... * -------------------
I.
The City of Edmonds
REPAIRS
NEW CONSTRUCTION
-- --�Fr
LID NO - ------------------ AStviT. NO . ..........
CONTRACTOR..... . Y� ...............................................
OWNEP. ...................................................................................
--) ...............
JOB ADDRESS
R, 'A il
PERMIT NO.
LEGAL D - ESCRIPTION: LOT NO . .. ...................... * .......... BLOCK NO. - ..................................
...................................................................... ...................
.................. ! -------------------------------------
NAME OF ADDI'rJON ----------------------------------------------------------------
41, Ca'ALI
(0 1 (A P"-�
S�� C/01 �
Q
Voql- -, -4; %k � L
ZVJV�) �Ieta$ M
Approved: 1;3 -'Zko- 00
......... ...............
DATE................... By ........... . 6:0�
4
pWW.000j-I 1175 (REV-1 1/78)
APR-27-00 THU 18:25 RGH CONSTRUCTION 206 778 8791
1 .
F1 . 0 15
F-7
STANDARD DRAINAGE DETENTION S YSTEM
WORKSHEEr
C� �� �-- '-q f I
0 VnIER C4-1 pez)
ADDRESS
CA-LCDY:j�)(zjz' Le�j'�J�5jj
PHONE: -252, - 2.3
DATE:
"'DESIGIV DATA **** *
IWERVIOUS AREA PIPE DIA PIPE LG ORIFICE
'3/4- h
rtNlgkCD
WENTION PIPE LEHQ!N OO(INO LID
"I'll" PIPE LEHII
MINIMUM
AiAZFjWRtM"' 10 or
I P
10 1% :LOPE CONC box CA Rltto
Q-22L14 T
OUTLET CONTROL
MIN.
UPPER CATCH EASIN 0 ir)CE
CONTROL CA CH BASIN
I Fo �' f
SYSTEM CRoss SECTION
'AN
2'x2'x6' DEEP, 4-6- &PALLS OR COUAL
PROM CONTROL Cp R'X 3' DECA..' 3/4' CRUSHED RUCK
rAcm CONTROL
,RtP&4P OUTIEr
2"
Tip
WITH I
ASR A
RUIVOFF SPRE.4DER, WNCH
FOOTING DR41NS SIMU NOT BE CONNECIED TO DETENTION SYSTEM
NOTES.
I- C211 Eagineering Division (771-0220) for a tightlijae and doontion system inspectioa
before backfilljog and for fuial inspections.
2, RUPOnsibilitY fbr operation and maintenance of dmiage systems on private propexty is the
responsibility Of th6 property owner. Material accumulated in the storage pipe must be flushed
out and removed from thO catch basins to allow proper opemtion. rhe outlet r
--MM§L—be kept9pen at all times. Odtfot orifice
APPROVED BY
I e2�6>-
DATE
HEAD CAPACITY CURVE
."266/267/268/270/4270" MODELS
70
2 270
427D
25-
-
266
267
2D-
6-
15-
4-
10-
20 46
tic 14
40
io 16'0 2�10 32'o 40'0 1
480
FLOW PER MINUTE
..009892
TOTAL DYNAMIC HEAD/CAPACITY
PER MINUTE
SEWAGE AND DEWATERING
MODELS
266/267/268
MODELS
270/4270
Ft:
Met...
I Col.
Lt,$.
Col.
Lt,,.
5
1-3
1 128
-84
t32
500
10
3.1
1 89
337
10,
382
.
4,6
1 50
189
.?7
29,
0
38
56
g15.
7.6
29
110
LMk Volvo:
29,
4 "T 0 J 62
"
MODEL
A
C
0
E
F
G'
H
266
' 4-3/4
8.51J6
6- 1 Y32
4-3/4
&115132
71PS
14-7132
'32
6-11/32
267
4441
8-5116
6-13/32
4-314
6-15132
rips
i4-v4
6-Yo
268
4-3/4
B-IY32
6-11Y32
4.314
6-15412
Tn'IPS
14-1/4
B-1111/116
270
4314
85116
613/32
4 YA
NIA
7 IPS
15
6114
85/16
1 '6 713/32 1
4314
NJA
IPS
1�8 �251326
I�M
CONSULT FACTORY FOR SPECIAL APPLICATIONS
Z65 MODELS .'! Control Selection
Listings
odel
Volts -Ph
Mode
Amps 1:;�*` -SIM IeX
Du tax
CSA
UL
6
115 1
AU10
104 1 or i a a
Y
Y
1
115 1
Non
10.4 2 or 2 & 7
3or5&6
Y
Y
I
ZX I
Auto
5,5 1 or I & 8
-
Y
Y
5
230 1
Non
2 of 2 & 7
3 or 5 & 6
Y
Y
6
2M208 t
Ajulo
6 1& 8
2M208 1
0"'
Non
62
6
M208
M 3
Non
2.6 2&'
230 3
294
460 3
2 &
267MODELS Control Selection
del Volts�ph
Mode
Amps
SImplex
Du lox
CS
115
Aub
10A
T 1.1&8
115
Auto
10.4
2
115
230
Non
5.5
2or2&7
3015&6
Y
Y
7 230
Auto.',
5.5.
2
208
Auto
6.2
1 &
N
2W2O8
Non
1.2
2&7
3 or!5 & 6
N
�1
200-208
2&4
39 4 or 5 & a
230
2&4
3 & 4 of 5& 6
N
Y
460
Non
1.3
294
-3&40(5&6
N
N
268 MODELS Control Selection
Listings
ET7Volt--Ph=
Mode
Amps
Sim tax
Duplex
CSA
UL
15
10.4
or I & 8
Y
Y
115
Non
10.4
2or2&7
30(5 6
Y
Y
AM208
Auto
5.5
orl&8
-
Y
Y
Y
230..
Non
5.5
2or2&7-
3 &
3or5&6
Y
Y
Y
200-208 A
Auto
6.2
1&8
-
Y
N
N
I
Non
6.2
2&7
&6
3o(5&6
M36
Y
S6
IN
I
2DO-208 3 lNow
2.6
3&4or5&6
Y
Y
1_n3o3TNon--1-2.6
3 & 4 or 5&6
Y
Y
460. 3 1
Non
1.3
2&4
4 or 5 & 6
&6
N
N
Z1014Z10- MODELS " :4� 7:: '.' ;: Control Selection -
Listinqs
Model
[��
Amps 11.-.
e : � SlITIPlex : _L
' - Duplex
CS�AUL
N4270
'.115 1.'!
Non
2or2&7
3or5&6 i:
N
N
:230.
Non
Lor5&6
'N
N
Win 11VIIIIII010 In RLIKA 1 Of NI;MA AIX control panels.
Electrical alternators for duplex systems available with variable level
control switches.
Minimum recommended basin size (Small load applications)
Simplex - 18" x 30".
Duplex - 30" x 30*.
For Over 130* F. (54* C.) special quotation required.
ta,ndard All Models -
266- Weight 41 lbs. % H.P.
267- Weight 50 lbs. Y2 H.P.
268- Weight 51 lbs. Yz H.P.
270- Weight 49 lbs. 1 H.P.
4270- Weight 73 lbs. 1 H.P.
High water alarms available.
Mechanical alternators available for duplex systems.
Caution: Maximum temperature of sewage or dewatering must be limited
to 130* F. (54* C.)
SELECTION GUIDE
1. Integral float operated 2 pole mechanical switch, no external control
required.
2. Single piggyback variable level float switch or double piggybac�variable
level float switch. Refer to FMO477.
3. Mechanical alternator M-Pak 10-0072 or 10-0075.
4. Combination starter. Refer to FM05114.
5. See FM07112, for correct model of Electrical Alternator, E-Pak.
6. Variable level control switch 10-0225 used as a control activator, specify
duplex (3) or (4) float system.
7. Four (4) hole J-Pak, junction box, for watertight Connection or wired -in
simplex or duplex operation, 10-0002.
8. Two (2) hole J-Pak, junction box, for watertight connection or splice,
10-0003.
Forinformationon additionalZoeller products nelartocatalog on combination Starter, FM0514; polyback
Variable LevelSwitches, FMD477;EledricalAftermbr.FMO466;MeftnicalAftwula. FMO495; Sumpt
Smge Basins, FMD487: and Single Phase Simplex Pump ContiolfAlamn Systems, FM0732.
CAUTION
All Installation of controls, protection devices and wiling should to done by a qualified
licensed electrician. All electrical and safety codes should be followed Including the most
recent National Electric Code (NEC) and the Occupational safety and Health Act (OSKA).
RESERVE POWERED DESIGN
For unusual Conditions a reserve safety factor is engineered into the design of every Zoeller pump.
J
__j
-�7 -
Pro,duct information
presented here reflec
conditions at time of
publication. Consult factory
regarding discrepancies or
inconsistencies.
COMPARE THESE FEATURES
SECTION: 2.30.020
FM0390
0297
)17ZI" Supersedes
1,a Z-g F
0996
MAIL TO: P.O. BOX 16347 - Louisville, KY 40256-0347
SHIP TO: 3649 Cane Run Road - Louisville, KY 40211-1961
(502) 778-2731 -.1 (800) 928-PUMP - FAX (502) 774-3624
Float operated, submersible (NEMA 6) 2 pole
mechanical switch.
Durable cast construction. ASTM Class 25 Cast iron, switch
case, pump housing, and base 25000# tensile strength,
Non -Clogging Vortex Impeller Design. Engineered
plastic impeller with metal inserts on models 266, 267 & 268.
Model 267 avaUableowith cast iron impeller option. (1 Ph only)
(Model 270/4270, Non -Clogging Bronze Vortex Impeller.)
(Cast iron impeller standard on 3 Ph models.)
Not effected by materials normally found in drainage and
sewage sumps.
Stainless steel*screws, bolts, handle, guard, and
A I ki
d" ova a.,Qum Y,
UL Listed 37wire neoprene cord and plug.
10 ft. cord standard for automatic.
15 ft. cord standard for non -automatic.
Thermal overload protected on single phase
Oil filled motor - hermetically sealed.
Square Ring & Gasket - Neoprene.
266/267/268 Series - Y2 HP 60 cycle, 1725 R
270 Series - 1 HP 60 cycle, 3450 RPM.
Carbon and cera�nic shaft seal.
Double seal pump available - 4270 Series.
Oil lubricated bearings.
Passes 2-inch solids.
2' NPT Discharge.
On point - 11Y2'. Off point - 5' (Automatic uni
Engineered plastic base on all 266 and 270 rr
Model 268 (shown below). Combination 2' 1 ani
2' N.P.T. Female discharge / 3' N.P.T. *Male (
SIMPLEX AND DUPLEX SYSTEMS AV)
PACKAGED SYSTEMS AVAILABLE
se states where codes do not restriF
UL & CSA listings.
266 - 267 - 268 - 270 - 4270 Series
(For Pump Prefix Identification see News& Views 0052)
"WASTE -MATE"
. SUBMERSIBLE
SEWAGE/*EFFLUENT PUMP
OR DEVVATERINGPUMP
C4 2" NPT DISCHARGE
level systems
I MFMBFR I
/a rI.F., � r I I, ZVV,ZVOv. ZOVY, V1 qovv
1 HP, 1Ph, 115V & 230V 27014270 models
lmlM
Iz
YOD
�Fz
.1 1�0-
z w
U)
0
-2 cz
IL
IL
IZ74
Oil
ly
.46
v4oab
aid
4k 4b'9
L*4:
Ft IL
A4
)40
LA L4
ju _r
ct 14fy'O 0-f- J ) �a f
-7 V
-N/ ,
U-1
L
m
w
z
01
i
19
IL
8
z
z
0
0
Lis
APR-27-00 THU 18.25 RGH CONSTRUCTION
r vj
S'541NDARD DRAINAGE DETENTIONSYSTEM
WORKSHEET
elIP9
OWNER
ADDRESS
CALCBY:�j)Cjz1 ��JoLjgkj
PHONE: '25.2, —
DATE: 1 0 0
"'DESIGNDATA tt***
IMPERVIOUS AREA PIPE OIA PIPE LG ORIFICE
4 el) 4>
DOITCHIJON PIPIEL LENQUI OWHO LID
XTYPIM) 1-4)
TIGHTLI I WEN 6 YROV6 or
C04 SOX CA RISER
Q
1 OLDZUE%4T
A
OUTLET CONTROL
MIN.
UPPER CATCH BASIN .9R1rJCC
(
CONTROL CATCH BASIN
Fu H f
SYSTEM CROSS S.ECTION
�/exi��tr�EP. 4-61 &PALLS OR EOUAL
MON C13NTROL ED DEEPO 30'4' CRUSMCD ROCK
MM CONTROL
WRAP OunEr
. 2 0 Ljf46 j
To ('11TY
L&Q.
$41
YVIATSM14ED UFAIN ROCK
RUNOFF SPREADER. rRENCH
FOOTING AWNS SHALL NOT BE CONNECTED Y19 DETENTION SYSTEM
NOTES.
I- Call Eagineering Division (771-0220) for a tight] ine and detention system iaspectioa
bef6re, backfilling and for final inspec-LiOns.
2, ReSPOnEibilitY fbr operation and maiAtftanca of drainage systems oil private property is the *
respoasibIlity Of thei Property owner. Material accumulated in tbo storage p1pe, must he flushed
out and rcmoyed from the catch basins to allow proper opentioix. 116 outlet COdttol orifice
must be ke
Pt open at ail tirnes.
MI, 4
APPROVED BY
4-11 �/-o 6
DATE
V1
6
31
11
5
TM7P
HEAD CAPACITY CURVE
"266/267/268/270/4270" MODELS
270
4270
d
NEE1
Eto-hq
TOTAL DYNAMIC HEAD/CAPACITY
PER MINUTE
SEWACE AND DEWATERINC
MODELS
266/267/268
MODELS
270/4270
Ft..
Meters
I Col.
We.
Col.
Ltrs.-
5
1 1.5
1 128
484
132
500
10
3.1
89
337
iot
382
13
4.5
50
tog
77
291
20
6.1
10
3a
56
212
25
7.5
-
-
22
110
Lack Val": 2 1.5'
29*
05
i� C
7 2 (SA\
D
E
77 SK375
20 - 40
140,:
80 160 240 320, 40. 480
FLOW PER MINUTE
009892
MODEL
A
8
1 -C
D
E
F
G
H
266
, 4-Y4
8-916
6-13132
4-Y4
6-1Y32
2'IPS
14-752
&1`152
261
4-Y4
B-5116
& 1352
4144
611502
2-IPS
14.19
Sya
268
4441
8-JE2
6.1302
4-y'l
6-15f32
2'nVS
%im
& 1711 _6
270
4 Y4
$51 16
6 1Y32
4 Y4
wA
2- IpS
15
-
6 IN
=_7_
4270
Y4
85116
'6 1Y32 1
4 Y4 T
NIA 1
2' IPS
1825132
6114
CONSULT FACTORY FOR SPECIAL APPLICATIONS
266 MODELS Control Sele $I Electrical alternators for du I-
3del
on
Volts -Ph Mode AMDS_�""� -Slmplex -J__Duklex_
Listincls
I CSA UL
4
Il- I I kno 10.4 :. I:. - :.. I or I &a IF--
I Y Y
a
115 1 Non 10.4 T_- 2.2A
Y y
6
-3or5&6
230 1 Auto 5.5 iorI&S
'o
Y Y
30
2, I Non
�2 5.5 2 or 2 & 3 or 5 a-6-1
Y Y
208 1 Aut 6.2-
!2MM208
N IN
2 M
00-208 1 Non 61
a 2&7--
1 u-I
08 3 2.6 2&4 A _4(X 5 & �SN
�Y
230 3
N Y
460 LL Nn A3 2&4 3 & 4 or 5 A 6
1 N
267MODELS Control Selection
Ustincis
Mode
Amps
-1-0-.4
Slmplex
Du lex
CSA
UL
Its.
Auto
1 or I & 8
Y
Y
"I
Aft
10.4
2
x
Y
Non
10.4
2or2&7
3or5&6
Y
Y
ALAD
5.5
1 or I &
Y
Y
30
Non
5.5
2or2& 7
3orS& 6
Y
Y
230
Audo,.
5.5.
2
Y
Y
Auto
62
I&S
200-208 % I
Non
267
I N
N
200-2W 3
Non .
2.6-
2&4
,3ori5&5
40,5& 1
1 N
I Y 1
230 3
Non
2.5
2&4
&
3 4orSAi
460 3
Non
1.3
2&4
3&4ofS&6 j
N
N
268 MODELS;:**:--- Contrnl -9.1.
LIstlnQs
L4_
Volts -Ph
Mode
Ampl;
-Simolex T771
iuPI-x �CSA
UL
15
_,15
Aulo
10.4
Y
Y
Non
10.4
2or2&7
3or5&,6
Y
Y
230
Aft
5.5
1 or I & 8
-
Y
Y
230
Non -
,.5.5
2or2&7
3or5&6
M2011 I
Aulo
62
1168
Y
N
20D.208 1
Non
6.2
20
3 or5 & 6
Y
N
1
2M2O8 3
Non
2.6
2&4
3 & 4 or 5 & 6
Y
Y
230 3
Non
2.6
&
3&4or 66
-
Y
Y
ad plug
460. 3-1
Single PIQqfback
Non
switch
71.3
included
.
23 i 4!
-.:w.:
N
EN
d1U14Z1U- MODELS * * * * ' ;: Control Set
ctlon
f Listinox
Model Vofts-Ph
Mode Amps Simplex
I - �: - Duplex
CSA
I UL
N4270 .::115. 1::
NOn 15.0 1�1111N 2or2&7
I 3or5&6 i:'
I N_F_N7
�E4270 :230 - I"]
- Non 74 :1..l I?: 20r2 A 7
.3or5 & 6-- __F-_N__F_N7
11 ),. ems ava able with vanauie level
control switches.
Minimum recommended basin size (Small load applicatJons)
Simplex - 18" x 30".
Duplex - 30" x 30".
For Over 130* F. (54* C.) special quotation required.
Standard All Models -
266- Weight 41 lbs. Yz H.P
267- Weight 50 lbs. % H.P
268- Weight 51 lbs. Y2 H.P
270- Weight 49 lbs. 1 H.P.
4270- Weight 73 lbs. I H.P.
High water alarms available.
Mechanical alternators available for duplex systems.
Caution: Maximum temperature of sewage or dewalering must be limited
to 130* F. (54 * C.)
SELECTION GUIDE
I. Integral float operated 2 pole mechanical switch, no external control
required.
2. Single piggyback variable level float switch or double piggybac�variable
level float switch. Refer to FMO477.
3. Mechanical allemator M-Pak 10-0072 or 10-0075.
4. Combination starter. Refer to FMO514.
5. See FM0712, for correct model of Electrical htemator, E-Pak.
6. Variable level control switch 10-0225 used as a control activator, specify
duplex (3) or (4) float system.
7. Four (4) hole J-Pak, junction box, for watertight connection or wired -in
simplex or duplex operation, 10-0002.
8. Two (2) hole J-Pak, junction box, for watertight connection or splice,
10-0003.
ForhbmiaUononBddWWZOOBWPVductsrofertDcoWWonCarbmbmSWW.FMOS14;pwywd
Variable Level Switches, FMO477: ElectricalAlternator, FMO486; MachanicalAfternator. FmD495; suno
_we Basins, FMO487: and Single Phase ShPI8xPWMContnWAIarmSystems, FMO732.
CAUTION
All Installation of controls, protection devices and wiring should 4)e done by a qualified
licensed electrician. All electrical and safety codes should be followed IncludIng the most
recent National Electric Code (NEC) and the OccuPlItIonal Safety and Health Ad (OSHA).
mgmaymminNtmi orNhMA4XoDntmIpa"Is.
RESERVE POWERED DESIGN
F
or unusual Conditions a reserve safety factor is engineered into the design of every Zoeller pump.
�7=ZlrY /7(1,W
Product information
presented here reflects
conditions at time of
publication. Consult factory
regarding discrepancies or
inconsistencies.
COMPARE THESE FEATURES
6 fAn SECTION: 2.30.020
FM0390
0297
Supersedes
1,aZl"IZ7
ZY-7. 0996
MAIL TO: P.O. BOX 16347 - Louisville, KY 40256-0347
SHIP TO: 3649 Cane Run Roid - Louisville, KY 40211-1961
(502) 778-2731 - 1 (800) 928-PUMP - FAX (502) 774-3624
Float operated, submersible (NEMA 6) 2 pole
mechanical switch.
Durable cast construction. ASTM Class 25 Cast iron, switch
case. pump housing, and. base 25000# tensile strength,
Non -Clogging Vortex Impeller Design. Engineered
plastic impeller with metal inserts on models 266, 267 & 268.
Model 267 availablepwith cast iron impeller option. (I Ph only)
(Model 270/4270, Non -Clogging Bronze Vortex Impeller.)
(Cast iron impeller standard on. 3 Ph models.)
Not effected by materials normally found in drainage and
sewage sumps.
Stainless steel*screws, bolts, handle, guard, and
a and seal assembly
UL Listed 31wire neopre ne cord and pf ug.
10 ft. cord,standard for automatic.
15 ft. cord standard for non-automabc.
Thermal overload protected on single phase
Oil filled motor - hermetically sealed.
Square Ring & Gasket - Neoprene.
266/267/268 Series - Y2 HP 60 cycle, 1725 R1
270 Series - 1 HP 60 cycle, 3450 RPM.
Carbon and cerai�nlc shaft seal.
Double seal pump available - 4270 Series.
Oil lubricated bearings.
Passes 2-inch solids.
2' NPT Discharge.
On point - 11 W. Off point - 5' (Automatic unil
Engineered plastic base on all 266 and 270 m
Model 268 (shown below). Combination 2"*anc
2* N.P.T. Female discharge / 3* N.P.T.'Maie d
SIMPLEX AND DUPLEX SYSTEMS AW
PACKAGED SYSTEMS AVAILABLE
c
se states where codes do nFt F�estnc
UL & CSA listings.
266 - 267 - 268 - 27 ' 0 - 4270 Series
(ForPump Prefix Identification see News & Views 0052)
"WASTE -MATE"
. SUBMERSIBLE
SEWAGE/*EFFLUENT PUMP'
OR DEWATERINGPUMP
It -7 Z— Cl 2" NPT DISCHARGE
ievei systems
byziluffni.
z2 n.r., j rn, ZuU-ZUUV, ZJUV, of 460V
I HP, 1Ph, 115V & 230V 270/4270 models
(37 r
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OWNERICONTR4CTOR IS RESPONSIBLE FOR
-.r 014 P
r vollot4 F EROSION c
.Of -WAY 'ONS1
C..", ONTROL AND
10%
DR41NAGE
IVASPECT
LZ
PIN-
1014.1 6Tt> 51t PW6 no
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INSpFCTION FtEOUIRED
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LT FENCE ',:.'
1'. Install parallel to the contour of the land.
2. Extend ends upslope enough to allow water to
pond behind the fence.
3. Excavate a trench 8 inches wide and 12 inches
deep.
4. Install fence with stakes on the downslope side.
5. Bury 12 inches of fabric in the trench, extending
the bot' om 4 inches toward the upslope side.
6. Backfill the trench with soil material, and com-
-pact.
7. Join silt fence 'sections by overlapping secticns
and nailino with lath to the ne-mrest post
8. Inspect after each storm event; repairing as
needed and removing sediment deposits when
they re=--c.h one-half the fence height.
(NOTE: Silt fence has, a life exp-ectancy of 6
months to 1 year, s,raw bale barfiers have a
life of 3 months or less.)
'06 C�a
10
E= cd
upzbp e :a boffom 0/1j%"
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CO—
LD Wr a: Levei Zrada
-ol
for s& fence Fifterfibbric
POW r—
fa=rmcd to past
Fow
Gmund :i-e
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Pt.
trr.%=
Tigure 11-5.19..Cross-Section of a Pro* rly�-7-netalled Straw Sale Barri6k
pe
Staked and -Entrenched
/**'Straw Bale
Compacted Soil to
Prevent Piping
,,.�-Sediment Laden.
Y Runoff
GENERAL NOTES
1. All construction and mj;-.erial3 3hall conform to Standards and
Specifications for the Snohomish County Department of Public Works
and APWA Standard Specification.
2. 'The existence and location of any underground utility pipes or
structuies shown on these drawings were obtained by a search of the
available records. The Contractor shall verify the location or
these pipes and structures and all other existing lines not shown
and shall take whatever precautions are necessary to protect these
lines and 3tructure3.
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couR_,zx_-s, Ir Is ImPER-A 77tr 7HA. r 7HE ARE=INO: AlEASURFS'SE FA17HFULL r
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11 x 17 PRINTED ON NO. 1000H CLEMPPJNT
RECEIVE,,-3
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DEVELOPMENT SERVICES CTA.
CITY OF EDMONDS
[PERMITEXPIRES
CRYOFEDMONDS
USE PERMIT
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NUMBERZ00607
.'60HSTiR0CnON PERMIT APPLICATION
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PLAT NAME/SUBD IVISION NO.
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LID NO.
LID FEE $
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
EXISTING PROPOSED
REQUIRED DEDICATION FT
TESCP Approved
RW Permit Required
Street Use Permit Req'dAC3
inspection Required 8-
Sidewalk Required tJO 0
Underground
Wiring required
ZIP
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METER SIZE
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NO.OFFIXTURES
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REMARKS
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(F /lot )2 �2,�, — 1,6 00 1;5
PLAN CHECK NO: VESTED DATE PLUMBING
I I V I MECHANICAL
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE 1f141&,t417- '�10
SEPARATE PERMISSION.
STATE SURCHARGE
44
uj PERMIT APPLICATION: 180 DAYS
PERMIT LIMIT: 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS ENG. REVIEW FEES
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS ENG. INSPECTION FEE '200
W IN INTEREST. AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
j L"=!tIl
2 EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND Is frS1McjjA6e_
M ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
4 RECEIPT/
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE PLAN CHECK DEPOSIT
_j DEEMED To MODIFY, WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE ML
0 NOR LIMIT IN ANYWAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.'
TOTAL AMOUNT DUE R CEIPT
15qo 1 _!Q)
1220,
I HEREBY ACKNOWLEDGE THAT � HAVE READ THIS APPLICATION; THAT THE INFORMATION
GIVEN IS CORRECT AND THAT AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF APPLICATI N AOPROVAL
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- This application is not a permit until signed by the
TION; AND IN DO NG THE WORK AUTHORIZED T . HEREBY, NO PERSON WILL BE. EMPLOYED CALL Building Official or his/her Deputy: and Fees are oaid. and
It
IN VIOLATION OF THE LABOR CODE OF THE, STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt is acknowledged in space provided.
WORKMEN'S COMPENSATION INSURANCE AN9,AM18.27.
I — — " OF C1 IGPNFE ATE
DATE S
/NED/ (425).
A
ZSIG;EICOWZNER
11 14 2JfVn_
W-If/ 4
Wg/o C, 771-0220 ft� 4v DATI
RELEASED BY
ATTENTION EXT 333 �w6
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL _;;�/o 0 1
771-0221
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI- ORIGINAL - FILE - YELLOW - INSPECTOR
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 FAX PINK -OWNER - GOLD - ASSESSOR
5/98
Date:
To:
From:
Subject:
MEMORANDUM
April 17, 2000
Sandy Chase, City Clerk
Meg Gruwell, Planner
Statement on Accessory Dwelling Units for Recording
Please record the attached Statement on Accessory Dwelling Units with the Snohomish County
Auditor. I have enclosed the original to be recorded, and two copies of it. Please have the
Auditor's office put the recording number on the copy so we can place the numbered copy in the
City's records.
A recording fee of $8.00 (one page only) was paid by the property owner under receipt #15233.
Thank you.
City of Edmonds G Community Services
f T , . , i
STATEMENT ON ACCESSORY DWELLING UNITS
Property Address: ;2 3 30 3 S7
Edmonds, Washington
— Z,4 &/? Z-� 1A 4'�Z) 0 0 5 0S1,01L,- ��7
Assessor's Parcel Number:
I have read the requirements for accessory dwelling units contained in Chapter 20.21 of
the Edmonds Community Development Code (ECDC) and understand that an accessory
dwelling unit as defined in ECDC Section 21.05.015 is prohibited until an Accessory
Dwelling Unit Permit is approved.
I also understand that an Accessory Dwelling Unit Permit cannot be approved unless all
the criteria in Chapter 20.21 are met, and all the necessary items are submitted,
including an affidavit of occupancy and a covenant to be riled with the Snohomish
County regarding the regulations imposed on Accessory Dwellin its.
Property Owner Signature:
Property Owner Name (printed): XD
Date: 2 Zo !�>
STATE OF WASHINGTON
COUNTY OF SNOHOMISH)
I certify that I know or have satisfactory evidence that &-ne- D. Ch&YA—
signed this instrument and acknowledge it to be his/her free and voluntary act for the uses and
purposes mentioned in this instrument.
Notary's pressure'seals must be smudged. Dated: 4 - 1-7- 00
-- --0 Z Signature of
FDEBRAA L. =BER' Notary Public: a6n
NOTARY PUBLIC
STPATE OF WASH I NGTON
COMMISSION EXPIRES Residing at: Lq n d
APRIL 9, 2003 My Appointment
Expires: 4- q - o
THIS DOCUMENT MUST BE RECORDED WITH THE SNOHOMISH COUNTY AUDITOR.
Applicant Representative:
Name
Street Address
City State Zip
Telephone
-City 0A _EdM6nJs..
CRITICAL AREAS CHECKLIST.,
The Critical Areas Checklist contained on this form is
to be - filled out by -any person preparing a
Development Permit Application for the City of
Edmonds prior to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable City staff to
determine whether any poiential Critical Areasare, 'or
may be, present.on the'- subject. proper ' ty. The
information needed to complete the Checklist should
be easily available from observations 'of the site or
data available at City Hall (Critical Areas inventories,
maps, or soil surveys).
An applicant, or his/her representative, must fill out
the checklist, sign and date it, and submit it to the
City. : The City will review the checklist, make, a*
precursory,site visit, and make a determination of the
subsequent steps necessary to complete a -development
permit application.
Please.submit a vicinity map� along with the.signed
copy of this form -to assist City staff in finding and
locating the specific piece of property described on
this form. In addition, the applicant shall include
other pertinent infor m-ation (e.g.., siteplan, topography
map, etc.) or studies in conjunction with this Checklist
to assist staff in completing their preliminary
assessment of the site
I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the
best of my knowledge (fill out the appropriate column below).
Owner/Applicant:
Name
93/-al/ 26 A veE-41
Street Address
/710 /V
city State -zip
Telephone
121
CAFILENO. q!q—1 U - "
Critical Areas Checklist
----------------- --------------
------------------------------
Site Information. (soils/topography/hydrology/ve�etation)
1 Site Address/Location: f), S-
2. Property Tax Account Number: fr-f e - 0 03 - 0 0,,Z -,�q APR 0 T7000:
VUELOPMENT SERVicES CTR
3. Approximate Site Size (acres or square feet): s- CITY OF EpmnNn
4. Is this site currently developed? yes; n
P.2 ,Z?4wmev7 Z,
57_
-R v r-
If yes; how is site developed? .0 57
5. Describe the general site topography. Check all that apply.
Flat: less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less.than 15% (a vertical rise of I 0-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site. of more than 15% and less than 30% ( a vertical rise of
I 0-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 3 0% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please' describe):
6. Site contains areas of year-round standing water: Approx. Depth:
7. Site contains areas of seasonal standing water: AlO Approx. Depth:
What season(s) of the year?
8. Site is in the floodway. /I/Q floodplain of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? —/*1/ 0 Flows are seasonal? —/4/ 0 (What time of year?
10. Site is primarily: forested meadow ;shrubs mixed
urban landscaped (lawn,shrubs etc) X
11. Obvious wetland is present on site: /1/0
mr —
PLANNINn r)ATA
NAME:- 6)� Ck"
SITE ADDRESS:- 2- 3303, -751 4,-Q.W,DATE: /13 12a)o
ZONING: P-s'- 9 --- �PLAN CHK#:
PROJECT DESCRIPTION: Ah,
'e,&.ha (3114"k, 41�;' AA
CORNER LOT----/J------.(Yes/No) FLAG LOT— AJ-3.
--.(Yes/No)
SETBACKS:
Required Setbacks,
Front ?,5'* Left Side: 7. Right side:
ActuaL5ejb_qck6, Rear:--1-9L
Front . z5 — Le SIde:_jL,_5' Right Side:- 75' Rear:- 3
Street map checked for additional setback required? 'Yo — -L�
- a ---L==L-- t T esi r-4 o)
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED- A/.(Y/N)
LOT COVERAGE: 15-6 9 F -q 6 7- Ze 30
MaxImu'rn Allowed:- 3 5-,"7. Actual: &4o
BUILDING HEIGHT:
Maximum Allowed:- Actual Height: 1-11,
Datum Point:- r "Av-
Datum Elevation: CO(D f
A.D.U. CREATED?:
SUBDIVISION: S- -7, P
CRITICAL AREAS
SEPA DETERMINATION: -
LOT AREA: — 90' --% i � 0: t, 4-d 11
OTH
Plan Review By:
MAY iA �0MM
__ . " ��wwCITY OF LDMONDS
_
.�
MEMORANDUM
Date: May 16, 2000
To: Don Fiene, PE; Assistant City Engineer
From: Gordy Hyde, Development Services Engineere0—
Subject: Drainage Plan for SFR at 23303 — 75' Ave. W.
The applicant submitted this revision to the proposed pump system. Please review the drainage
plan and either approve or let me know what deficiencies exist that I should let the applicant
know about. Thank you.
PC.) S1
City of Edmonds
Development Services Department
RECEIVED
APR 0 3 2000
DEVELOPMEN! SERVICES CTR.
CITY OF EDMONDS
V,;?*, 0, 00
Uua-dv =-A. 10 0
STREET FILE
mpm r�l
WAII�
It 6 94A fl t4rL6
co
4�,,7 Lr—
V2, 6 --�b�A Alt-
100
Pvvw-6P
kel4,��
b�
+ AAA.'4,
AON, rtax a
0()
APPROVED BY PLANNING
err
FILE
GEOTECHNICAL ENGINEERING REPORT
PROPOSED CHARD RESIDENCE
EDMONDS, WASHINGTON
FOR
MR. GENE CHARD
I
NELSON- COUVRETTE & AssociATEs, INc.
CONSULTING GEoTECHNICAL ENGINEERS, GEOLOGISTS
I AND ENVIRONMENTAL SCIENTISTS
17311-135th Avenue NE, A-500
Woodinville, WA 98072
(425) 486-1669 - Fax.481-2510
May 19,2000
Mr. Gene Chard
23124 — 76h Avenue West
Edmonds, Washington 98026
Geotechnical Engineering Report
Proposed Chard Residence
Edmonds, Washington
NCA File No. 285900
Dear Mr. Chard:
Snohomish County (425) 337-1669
Wenatchee/Chelan (509) 784-2756
www.nelson-couvrene.com
R5C;SjV5D
MAI 2 2 2806
I)EYF10MENT SER\J'CES CTR'
r
,IT,f OF F-DMONDS
This report presents the results of our geotechnical engineering investigation for your proposed resi - dence
in Edmonds, Washington.
INTRODUCTION
The proposed residence is located at 23303 — 75h Avenue West, as shown on the Vicinity Map in Figure
1. You have demolished the existing residence and plan to construct a one-story residence - with a
daylight basement. The site has a gradient of about 22 percent and the City of Edmonds requires that a
geotechnical evaluation address stability and provide recommendations for development and
construction. We have been provided with an undated plot plan for the site, prepared by you, for our use
in preparing this report.
The plot plan shows that site has dimensions of between 91 and 102 feet in the east to west direction and
90 feet in the north to south direction. The proposed residence will be located in the c entral portion of
the property. The western end of the basement will have a 10-foot-tall retaining wall and the eastern end
is nearly at grade. The site consists of a moderately -sloping, easterly -facing slope.
Geotechnical Engineering Report
Proposed Chard Residence
May 19,2000
NCA File No. 285900
Page 2
SCOPE
The purpose of our geotechnical study is to explore and characterize the subsurface conditions and
address the potentially sensitive area issues. Specifically, for our scope of services we will:
I . Review soils and geologic maps of the area.
2. Explore the subsurface conditions with track-hoe-excavate,d test pits.
3. Provide recommendations for foundation support.
4. Provide general recommendations for drainage.
5. Prepare a report to document our findings and recommendations.
SITE CONDITIONS
Surface
The project site consists of one lot that is approximately 0.2 acres in size. Existing site features are
shown on the Site Plan in Figure 2. An existing residence has been removed and most of the site has
been stripped of vegetation except the perimeter of the site and the eastern 25 feet of the site. The
perimeter and eastern portion of the site are covered with grass, bushes, blackberry bushes, and young
deciduous trees. The adjacent properties are wooded with mature evergreen trees that are growing
vertically. The site slopes down moderately to the east, with an average inclination of about 22 percent
and a maximum relief across the site of about 24 feet. A steeper slope is located in the eastern portion of
the site with an inclination of about 60 percent and a vertical relief of about 13 feet in height. It appears
the top of slope was created by placing a small amount of fill for the removed residence's backyard.
Geology
The geologic units mapped for this area are shown on the Geologic Mat) of the Edmonds East and Part of
the Edmonds West Quadrangles, Washington, by James P. Minard (U.S.G.S., 1983). The site is mapped
as glacial till (Qvt) with glacial advance outwash (Qva) mapped nearby. Glacial till is an unsorted
mixture of sand, silt, and gravel that is deposited at the bottom of the glacier which is commonly referred
to as "hardpan." The glacial till has been consolidated under the weight of the continental glaciers. The
till exhibits both high strength and low permeability. The advance outwash sand consists of sorted sands
and gravels deposited in front of the. advancing glaciers and has been consolidated under the weight of
the continental glacier. We have classified the soils encountered in our site explorations as glacial till.
NELSON-COUVRETTE & ASSOCIATES, INC.
Geotechnical Engineering Report
Proposed Chard Residence
May 19,2000
NCA File No. 285900
Page 3
Subsurface Conditions
Subsurface conditions were explored at the site on May 8, 2000, by excavating two test pits using a track -
hoe to depths of 5 and 10 feet below existing grade. The explorations were located in the field by an
NCA geologist who also examined the soils and geologic conditions encountered and maintained logs of
the test pits.
The approximate locations of our explorations are shown on the Site Plan in Figure 2. The soils were
visually classified in general accordance with the Unified Soil Classification System, presented as Figure
3. The logs of our explorations are presented in Figure 4. We present a brief summary of the subsurface
conditions in the following paragraphs. For a more detailed description of the site soils, the test pit logs
should be reviewed.
In both test pits, we encountered a surficial layer of topsoil approximately 0.8 to 1.0 feet thick. Topsoil
consisted of loose, silty fine sand with rootlets and trace gravel. Underlying the topsoil in both test pits,
we encountered a weathered horizon. The weathered horizon was about 1.0 to 1.5 feet thick and
consisted of medium dense, silty fine sand with gravel and roots, interpreted to be weathered till.
Underlying the weathered horizon in both test pits, we encountered unweathered till to full depths
explored. Unweathered till consisted of dense to very dense, silty fine sand with gravel, trace cobbles
and trace fine to medium sand pockets.
Hydrology
Groundwater seepage was not encountered in our explorations. We anti cipate that perched water
conditions may be encountered. Perched groundwater occurs when surface water infiltrates through less
dense, more permeable soils and accumulates on top of the underlying, less permeable soils. We would
.expect groundwater to perch on the less permeable unweathered glacial till soils,during the wetter
portions of the year. It should be noted that the local volumes of perched groundwater will vary
depending upon the time of year and the upslope recharge conditions.
NELSON-COUVRETTE &ASSOCIATES, INC.
Geotechnical Engineering Report
Proposed Chard Residence
May 19,2000
NCA File No. 285900
Page 4
GEOLOGIC HAZARDS
Erosion Hazard
The erosion hazard criteria used for determination of affected areas include soil type, slope gradient,
vegetation cover, and groundwater conditions. The erosion sensitivity is related . to vegetative cover and
the specific surface soil types (group classification) that are related to the underlying geologic soil units.
The Soil Survey of Snohomish County Area Washington, by the Soil Conservation Service (SCS), was
reviewed to evaluate the erosion hazard of the on -site soils. The surface soils were mapped by SCS and
classified as Alderwood-Urban land complex, 2 to 8 percent slopes and 8 to 15 percent slopes. The
corresponding geologic unit for the Alderwood-Urban land complex is glacial till. We encountered
glacial till soils consistent with the Alderwood-Urban land complex soils during our investigation at the
site.
Edmonds Communi1y Development Code (ECDC) "Erosion Hazard Areas" includes areas. containing
soils that may experience severe to very severe erosion hazard. The erosion hazard for Alderwood-Urban
land complex 2 to 8 percent slopes and 8 to 15 percent slopes is listed as being slight when stripped of
vegetation. The site generally has a slope,of about 22 percent and we anticipate that the erosion hazard is
moderate. The site does not have a severe erosion potential; therefore, according to ECDC, the site. is not
an erosion hazard area. The potential for erosion may be reduced by using Best Management Practices
during construction, maintaining vegetation on the slopes, and controlling surface water. The
undisturbed area between the planned building and the property line provides a natural -vegetated
erosional buffer.
Seismic Hazard
The project site is located within Zone 3 of the Seismic Zone Map shown as Figure 16-2 of the 1997
Uniform Building Code (LIBC). This corresponds to a Seismic Zone Factor, Z, of 0.30. This, in turn,
corresponds to an effective peak horizontal acceleration of 0.3g. Site conditions best fit the UBC
description for Soil Profile Type Sd-
Hazards associated with seismic activity include liquefaction potential and reduction of slope stability.
Liquefaction is caused by a rise in pore pressures in a loose sand deposit. The dense glacial till that is
interpreted to underlie the site has a low potential for liquefaction and reduction in slope stability.
NELSON-COUVRETTE & ASSOCIATES, INC.
Geotechnical Engineering Report
Proposed Chard Residence
May 19,2000
NCA File No. 285900
Page 5
Landslide Hazard/Steep Slopes
ECDC "Landslide Hazard Areas" include areas with slopes 15 percent or greater that have impermeable
soils and groundwater seepage, historic landslides, and existing landslides. The site has an average
inclination of about 22 percent and a maximum relief of about 24 feet across the site. The native soils
that are inferred to underlie the site is dense glacial till. We did not observe seepage from the slope or
indications of past or current movement of the slope at the time of our visit. Based on the soils that core
the site, lack of seepage from the slope, and no indications of past or current slope movement, we
consider the site soils stable With respect to deep-seated movement.
ECDC "Steep Slope Hazard Areas" include areas that rise at an inclination of 40 percent or more within
a vertical elevation change of at least 20 feet. The site has an average inclination of about 22 percent. A
steeper portion of the site at the eastern end has an inclination of about 60 percent, but has a vertical
elevation change of about 13 feet. Therefore, according to ECDC, the site is not a "Steep Slope Hazard
Area."
We expect occasional shallow sloughing may occur within the steeper portions of the site. The potential
for sloughing may be reduced by routing surface water away from the top of slope, maintaining
vegetation on the slope, and replacing vegetation removed during construction.
RECOMMENDATIONS AND CONCLUSIONS
General
It is our opinion that the soils, which underlie the site, are stable with* respect to deep-seated earth
movements. The erosion potential is moderate, therefore, this site should not be considered a critical
area in accordance to ECDC classification. the underlying medium dense to very dense glacial soils
should provide adequate support for the planned development. Foundations for the structures should
extend through any fill or loose soils.and bear on the underlying medium dense or better glacial till soils.
Medium dense native soils were encountered at about I foot below existing surface elevation.
The soils likely to be exposed during construction are highly moisture -sensitive and will disturb easily
when wet. We recommend that construction take place during the drier summer months. If construction
takes place during the wet season, additional expenses and delays should be expected due to the wet
NELSON-COUVRETTE & ASSOCIATES, INC.
Geotechnical Engineering Report
Proposed Chard Residence
May 19,2000
NCA File No. 285900
Page 6
conditions. Additional expenses could include the export of on -site soil, the import of clean granular soil
for fill, and the need to place a blanket of rock. spalls prior to placing structural fill.
Erosion Control
The on -site soils have a moderate erosion potential when disturbed, depending on how the site is graded
and water is allowed to concentrate. Best Management Practices (BMPs) should be used to control
erosion. Areas disturbed during construction should be protected from erosion. Measures taken may
include diverting surface water away from the stripped areas. Cut slopes may be protected from erosion
by diverting surface water away from the top of slope and covering cut slopes with plastic sheeting. Silt
fences or straw bales should be erected to prevent muddy water from leaving the site. Disturbed areas
should be replanted with vegetation at the end of construction. The vegetation should be maintained
until established. The erosion potential of areas not stripped of vegetation should be minimal.
Site Preparation and Grading
The first step of site preparation should be to strip the surficial fill, loose, or disturbed soils to expose th I e
medium dense to very dense native glacial soils in the building areas. The resulting material should be
removed from the site or stockpiled for later use as landscaping fill. The resulting subgrade should be
compacted to a firm, non -yielding condition. Areas observed to pump or weave should be repaired prior
to placing hard surfaces. Depending upon the weather conditions at the time of construction, it may not
be advisable to compact the subgrade after stripping. Subgrade compaction should be evaluated at the
time of construction.
The on -site glacial till likely to be exposed during construction is considered highly moisture -sensitive
and will disturb easily when wet. We expect these soils would be difficult, if not impossible, to compact
to structural fill specifications in wet weather.
We recommend that earthwork be conducted during the drier summer months. Additional expenses of
wet weather or winter construction would include extra excavation and use of imported fill or rock spalls.
During wet weather alternative site preparation methods may be necessary. These methods may include
utilizing a smooth -bucket trackhoe to complete site stripping and diverting construction traffic around
prepared subgrades. Disturbance to the prepared subgrade may be minimized by placing a blanket of
NELSON-COUVRETTE & ASSOCIATES, INC.
Geotechnical Engineering Report
Proposed Chard Residence
May 19,2000
NCA File No. 285900
Page 7
rock spalls ' crushed rock, or imported sand and gravel in these areas. Alternatives can be evaluated at the
time of construction.
Temporary and Permanent Slopes
Temporary cut slope stability is a function of many factors, such as the type and consistency of soils,
depth of the cut, surcharge loads adjacent to the excavation, length of time a cut remains open, and the
presence of surface or groundwater. It is exceedingly difficult under these variable conditions to estimate
a stable, temporary, cut -slope geometry. Therefore, it should be the responsibility of the contractor to
maintain safe slope configurations since the contractor is continuously at the job site, able to observe the
nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater
conditions encountered.
For planning purposes, we recommend that temporary cuts in the near -surface weathered soils and glacial
till soils be no greater than I Horizontal to I Vertical (I H: IV). The unweathered till soils may stand at a
steeper inclination. If groundwater seepage is encountered, we would expect that flatter inclinations
would be necessary.
We recommend that cut slopes be protected from erosion. Measures taken may include covering cut
slopes with plastic sheeting and diverting surface runoff away from the top of cut slopes. We do not
recommend vertical slopes for cuts deeper than 4 feet, if worker access is necessary. We recommend that
cut slope heights and inclinations conform to WlSHA/0SH.A standards.
Final slope inclinations for structural fill and the native soils should be no steeper than 2HAV. Lightly
compacted fills or common fills should be no steeper than 3HAV. Common fills are defined as fill
material with some organics that are "trackrolled" into place. They would not meet the compaction
specification of structural fill. Final slopes should be planted with vegetation and covered with straw or
jute netting. The vegetation should be maintained until it is established.
Structural Fill
We are not aware of significant fills for this project. However, all fill placed beneath buildings,
pavements, or other settlement -sensitive features, should be placed as structural fill. Structural fill by
definition is placed in accordance with prescribed methods and standards and is monitored by an
NELSON-COUVRETTE & ASSOCIATES, INC.
Geotechnical Engineering Report
Proposed Chard Residence
May 19,2000
NCA File No. 285900
Page 8
experienced geotechnical professional or soils technician. Field monitoring procedures would include
the performance of a representative number of in -place density tests to document the relative compaction.
We recommend that fill placed under foundations or hard surfaces be compacted to 95 percent of the
maximum dry density as defined inASTM D 1557.
Foundations
Conventional, shallow -spread foundations should be founded on undisturbed medium dense to very
dense glacial till or be supported on structural fill extending to those soils. If the soil at the planned
bottom of footing elevation is not medium dense to very dense, the soil should be overexcavated to
expose suitable bearing soil. The excavation should then be filled with structural fill or the footing may
be overpoured with extra concrete. Foundation subgrades constructed on slopes should be level or be
stepped so that both the top and bottom of the footing are level.
Footings should extend at least 18 inches below the lowest adjacent finished ground surface for frost
protection and bearing capacity considerations. Minimum foundation widths of 14 and 20 inches should
be used for continuous and isolated spread footings, respectively. Standing water should not be allowed
to accumulate in footing trenches. All loose or disturbed soil should be removed from the foundation
excavation prior to placing concrete.
For foundations constructed as outlined above, we recommend an allowable design bearing pressure of
not more than 2,000 pounds per square foot (psf) be used for the footing design. Higher soil bea. ring
values may be used for footings founded on the unweathered till and with wider footings. This should be
based on a specific design.
Potential foundation settlement using the recommended allowable bearing pressure is estimated to be less
than I inch total and 1/2 inch differential across a distance of about 20 feet.
Retaining Walls and Lateral Pressures
The lateral earth pressure acting on retaining walls is dependent on the nature and density of the soil
behind the wall, the amount of lateral wall movement which can occur as backfill is placed, and the
inclination of the backfill. Walls that are free to yield at least one -thousandth of the height of the wall
NELSON-COUVRETTE & ASSOCIATES, INC.
Geotechnical Engineering Report
Proposed Chard Residence
May 19,2000
NCA File No. 285900
Page 9
are in an "active" condition. Walls restrained from movement by stiffness or bracing are in an at-resr
condition. Active earth pressures and at rest earth pressures can be calculated based on equivalent fluid
density. Equivalent fluid densities for active and at rest earth pressure of 35. pounds per cubic foot (pcf)
and 50 pcf, respectively, may be used for design of a wall with a level back slope. These values assume
that the on -site soils are used for wall backfill except for the 18-inch-wide zone of clean granular material
(see below), the wall backfill is drained, and the wall is founded on medium dense or better native soil.
The preceding values do not include the effects of surcharge; such as due to foundation loads, tr affic, or
other surface loads. Surcharge effects should be considered where appropriate.
The above lateral pressures may be resisted by friction at the base of the wall and passive resistance
against the foundation. A coefficient of friction of 0.45 may be used to determine'the base friction in the
glacial soils. An equivalent fluid density of 250 pcf should be used for passive resistance design. These
recommended values incorporate safety factors of 1.5 and 2.0 applied to the estimated ultimate values fo r
frictional and passive resistance, respectively. To achieve this value of passive pressures, the
foundations should be poured "neat" against the native dense soils, or compacted fill should be used as
backfill against the front of the footing. This soil in front of the wall should extend a horizontal distance
at least equal to three times the foundation embedment. The foundation of the wall should have a 1.5-
foot minimum vertical embedment. We recommend that the upper I foot of soil be neglected when
determining the passive resistance.
All wall backfill should be well -compacted. Care should be taken to prevent the buildup of excess lateral
soil pressures due to overcompaction of the wall backfill. This can be accomplished by placing wall
backfill in 8-inch loose lifts and compacting with small, hand -operated compactors within a distance
behind the wall equal to one-half the height of the wall.
Permanent drainage systems should be installed for retaining walls. We recommend that these drainage
systems consist o , f an 18-inch-wide zone of clean (less than 3 percent fines), free -draining, granular
material placed along the back of the wall. Pea gravel is an acceptable drain material or drainage
composite may be used instead. The granular material should be placed up the back of the wall to within
I foot of the ground surface. A less permeable soil should be placed in the last I foot to reduce surface
infiltration into the wall drain and should be separated from the underlying free -draining material by a
NELSON-COUVRETTE & ASSOCIATES, INC.
Geotechnical Engineering Report
Proposed Chard Residence
May 19,2000
NCA File No. 285900
Page 10
layer of building paper or plastic sheeting. The on -site surficial soils are not suitable for use as free -
draining wall backfill. A perforated drainpipe of rigid, PVC having a minimum diameter of 4 inches,
should be embedded in pea gravel or some other free -draining material, at the base of the wall along its
entire length. This drainpipe should discharge into tightlines that lead to the storm drain at the base of
the east -facing slope. Roof drains should not be connected to wall or footing drains.
Slabs -on -Grade
The subgrade for slabs -on -grade should be prepared as outlined in our Site Preparation and Grading
subsection. Soils that are observed to weave during compaction sh ould be overexcavated and replaced
with structural fill. Where moisture control is important, we recommend that at least 6 inches of free -
draining material be placed under slabs -on -grade to act as a capillary break. The capillary break material
should be separated from slabs by a vapor barrier, such as 6-mil plastic sheeting. An additional 2-inch-
thick damp sand blanket should be used to cover the vapor barrier to protect the membrane and to aid in
curing the concrete. This will also help prevent cement paste bleeding down into the capillary break
through joints or tears in the vapor barrier. The capillary break material should be connected to the
footing -drains to provide positive drainage.
Drainage
All drainage from the site should be directed to an appropriate storm water system. Drainage should not
discharge onto the slope. We recommend that runoff from impe rvious surfaces such as roofs, driveways,
and access roadways be collected and routed to an appropriate storm water discharge system. Final site
grades should allow for drainage away from any buildings. We suggest that the finished ground be
sloped at a gradient of 3 percent minimum for a distance of at least 10 feet away from the buildings.
Surface water should be collected by permanent catch basins and drain lines and be discharged into a
storm drain system.
We recommend that footing drains be used around all of the structures where moisture control is
important. Footing drains should be installed at least I foot below'planned finished floor slab or crawl
space elevation. The drains should consist of 4-inch-diameter, perforated PVC pipe that is surrounded by
free -draining material such as ' pea gravel. Footing drains should discharge into tightlines leading to an
appropriate collection and discharge point. Crawl spaces should be sloped to drain and a positive
connection should be made into the foundation drainage system.
NELSON-COUVRETTE & ASSOCIATES, INC.
Geotechnical Engineering Report
Proposed Chard Residence
May 19,2000
NCA File No. 285900
Page I I
Where moisture control is important, we recommend that at least 6 inches of free -draining material be
placed und . er slabs -on -grade to act as a capillary break. The capillary break material should be separated
from slabs by a vapor barrier such as plastic sheeting. An additional 2-incli-thick sand blanket may be
used to cover the vapor barrier to aid in curing the concrete. The capillary break material should be
connected to the footing drains to provide positive drainage.
Roof drains and downspout drainpi pes should not be connected to the footing drain system. All roof
drains and downspout drains should be separately tightlined to discharge. The footing drain system
sh . ould have a minimum of 12 inches of vertical fall before it is connected to the roof drain system. We
recommend that sufficient cleanouts be installed at strategic locations to allow for periodic maintenance
of the footing drain and downspout drainpipe system.
USE OF THIS REPORT
NCA has prepared this report for Mr. Gene Chard and his agents, for use in planning and design of this
project. The data and report should be provided to contractors for their estimating purposes, but our
report, conclusions, and interpretations should not be construed as a warran . ty of subsurface conditions.
Final plans were not available at the time this report was writt en.
The scope of our work does not include services related to construction safety precautions and our
recommendations are not intended to dir ect the contractors' methods, techniques, sequences, or
procedures, except as specifically described in our report for consideration in design. There are possible
variations in subsurface conditions. We recommend that project planning include contingencies in
budget and schedule, should areas be found with conditions that vary from those described in this report.
Within the limitations of scope, schedule, and budget for our services, NCA has striven to take care that
our work has been completed in accordance with generally accepted practices followed in this area at the
time this report was prepared. No other conditions, expressed or implied, should be understood.
ow
NELSON-COUVRETTE & ASSOCIATES, INC.
Geotechnical Engineering Report
Proposed Chard Residence
May 19,2000
NCA File No. 285900
Page 12
It has been a pleasure to provide service to you on this project. Please contact us to review final plans
when they have been com pleted.
Sincerely,
NELSON-COUVRETTE & ASSOCIATES, INC.
Sandra Schwabel
Senior Staff Geologist
EXPIRES 08 / 1(; / I
CIV I
Rick B. Powell, PE
Senior Engineer
SS:RBP:nt
Three Copies Submitted
Four Figures .
NELSON-COUVRETTE & ASSOCIATES, INC.
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NELSON-COUVRETTE &ASSOCIATES, INC.
Proposed Chard Residence
CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS
FILE NO.
FIGURE
AND EWRONMENTAL SCIENTISTS
285900
Company\ncadrafting2000\coreldraw\vicinfty\2859vic.odr: ss, 5/10/00
FA=Mw���Cr-
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Site Plan
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LEGEND
0 20 40 TP-1
I i i 1 Number and Approximate
I AM= ------ Location of Test Pit
Scale 1" = 20'
Reference: Site plan based on an undated, untitled plot plan facsimiled from the client.
NasoN-CouvRETTE &ASSOCIATES, INC. Proposed Chard Residence
CONSULTING GEOTECHNICAL ENGINEERS, GEOLOGISTS FILE NO. FIGURE
'%%% =MM!P-- AND ENVIRONMENTAL SCIENTISTS 1 285900 1 2
Company\ncadrafting2000\coreldraw\sfteplan\2859sp.cdr trc,5/9/00
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
SYMBOL
GROUPNAME
COARSE -
GRAVEL
CLEAN GRAVEL
GW
WELL -GRADED GRAVEL FINE TO COARSE GRAVEL
GP
POORLY -GRADED GRAVEL
GRAINED
MORE THAN 50% OF
COARSE FRACTION
GRAVEL
WITH FINES
GM
SILTY GRAVEL
SOILS
RETAINED ON NO. 4
SIEVE
GC
CLAYEY GRAVEL
MORE THAN 50%
SAND
CLEAN SAND
Sw
WELL -GRADED SAND, FINE TO COARSE SAND
RETAINED ON
NO. 200 SIEVE
SID.
POORLY -GRADED SAND
MORE THAN 50% OF
COARSE FRACTION
SAND
PASSES NO. 4 SIEVE
WITH FINES
SM
SILTY SAND
SC
CLAYEY SAND
FINE -
SILT AND CLAY
I . NORGANIC
ML
SILT
CIL
CLAY
GRAJNED
LIQUID LIMIT
LESS THAN 50%
SOILS
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
MORE THAN 50%
PASSES NO. 200 SIEVE
SILT AND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
LIQUID LIMIT
50% OR MORE
ORGANIC
OH
ORGANIC CLAY, ORGANIC SILT
HIGHLY ORGANIC SOILS
PT
PEAT
NOTES:
SOIL MOISTURE MODIFIERS
1) Field classification is based on Dry- Absence of moisture, dusty, dry
Visual examination of soil In general to the touch
accordance with ASTM D 2488-83.
2) Soil classIfIcatlon using laboratory Moist- Damp, but no visible water
tests Is based on ASTM D 2487-83. Wet- \Asible free water or saturated,
3) Descriptions of soil density or usually soil Is obtained from
consistency are based on below water table
Interpretation of blowcount data,
Visual appearance of soils, and/or
test data.
NELSON-COUVRE7TE&ASSOCIATES,INC.
UNIFIED SOIL CLASSIFICATION SYSTEM
CONSUL77NG GEOTECHNICAL ENGINEERS, GEOLOGISTS
I
AND ENVIRONMENTAL SCIENTISTS
FIGURE 3
Company\drafUng2000Xcoreldraw\samples\soilclas.cdr
LOG OF EXPLORATION
DEPTH Usc SOIL DESCRIPTION
TEST PIT ONE
0.0-0.8
0.8-2.5
2.5-10.0
TEST PIT TWO
0.0-1.0
1.0-2.0
2.0-5.0
SS:trc
SM DARK BROWN SILTY FINE SAND WITH ROOTLETS AND TRACE GRAVEL (LOOSE,
MOIST) (TOPSOIL)
SM RUST -BROWN SILTY FINE SAND WITH GRAVEL AND ROOTS (MEDIUM DENSE,
MOIST) (WEATHERED TILL)
SM GRAY SILTY FINE SAND WITH GRAVEL, TRACE COBBLES, AND FINE TO MEDIUM
SAND POCKETS (DENSE TO VERY DENSE, MOIST) (TILL)
SAMPLES WERE COLLECTED AT 0.5, 2.0, 3.0, AND 10.0 FEET
GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
TEST PIT CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 10.0 FEET ON 5/8/00
SM DARK BROWN SILTY FINE SAND WITH GRAVEL AND ROOTLETS (LOOSE, MOIST)
(TOPSOIL)
SM RUST -BROWN SILTY FINE SAND WITH GRAVEL AND ROOTS (MEDIUM DENSE,
MOIST) (WEATHERED TILL)
SM GRAY SILTY FINE SAND WITH GRAVEL, TRACE COBBLES, AND FINE TO MEDIUM
SAND POCKETS (DENSE TO VERY DENSE, MOIST) (TILL)
SAMPLES WERE COLLECTED AT 1.5 AND 5.0 FEET
GROUND WATER SEEPAGE WAS NOT ENCOUNTERED
TEST PIT CAVING WAS NOT ENCOUNTERED
TEST PIT WAS COMPLETED AT 5.0 FEET ON 5/8/00
NELSON-COUVRETTE &ASSOCIATES, INC.
.FILE NO 285900
FIGURE 4
MET FILE
The City of Edmonds
APPLICATION
for
SIDE SEWER PERMIT EASEMENT No . ............
NEW CONSTRUCTION gl.-- REPAIAS
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OWNER A --- 4—A CONTRACTOR ...... -
....... N-04plo., ................................. ............... .......... PERMIT No.
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ADDRESS LEGAL DES
........... ---------------------- PRIPTION: LOT No . ............................................. BLOCK No. ....................................
,,,�.N`1�,MOF ADDITION ...................
....................................................................
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22 1967
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DATE� ............................................... By ...................................................................
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PRINTED IN U.S.A.
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...... 7 ............... ............................... ...........................
�ADDR ESS ................................................ t .......
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.................................. ............................................... CON RA hwe t-' Sew r'C" struction
A.. E,...., Morrow CT Nort s - e on
OR........ ............... ........ * ............... ......
19 .... 6.7, for ......... .............. dp�ys
..�4�,ernnssionjs.gyanted .... Sop.ptembex .. 22 ..........
to REPAIR or CONNEICT a side sewer
h dt "S" ecoidance Mth
y� ewers.ina application on Me and governing ordinances.
ATTENTIONIS CALLED TO THE FOLLOWING:
NOTE No. I —The owners of the property may obtain a permit to; construct sewer inside proper , ty., line� -A licensed Side Sewer Contractor must
be employed to construct side sewer in street area. Do not cover any portion of sewer bdfo"ri6 it has'-beerilrapert6d.
No. 2—Obtain full information regarding Ordinance- 11.16.030 and Regulations governing -side sewers whe_n'�you get permit.
-No. 3—Top - of sidesewer must have at least 30 Inches coverage at property lin*e.-and 12 Inches inside. proiIirty- line; -minimum grade of 2%.
No bends in grade sharper than %. will be permitted.
NOTE No. 4 Trenches In street must be water settled and surface of street rest6red to. original condition. -Contractors- shall be respo I risible for
failure due to improper work which may develop within one year of completion.
NOTE No. 5—It Is unlawful to alter or do any other work than Is provided for In the permit, or to do�aiiy�ivork�_on the main sewer or its appur-
tenances except to -insert the pipe into the wye.
PTY 0
CITY of EDMONDS BUS SS LICENSE APPLICATION
DAT#�-/�ICENSE NO.
FILE
Civic Center - Edmonds, Washington 9
City Clerk Phone 775-2525
TYPE OF BUSINESS ANNUALFEE AFTER FEB. 15
JCLA�.S I YEAR I LIC. EFFEC. DATE-TP7E—ASG. LIC. NO.ISPEC.1 �1& (A) HOME OCCUPATION $15.00 $ 22.50
4STRUCTIONS: (13) BUSINESSWITH $20.00 $ 30.00
All items must be completed R`ECEIPT Noj DATE PAI PRINT'X' 1 TO 3 EMPLOYEES
or application will not be ac- 7 � (c) BUSINESS WITH $22.00 $ 33.00
IN SPEC. BOX 4 TO 9 EMPLOYEES
cepted. FOR ISSUE OF
VEE PAID PENALTY PAID CORRECTED El (D) BUSINESS WITH 10 $75.00 $112.50
Sign and return application LICENSE WITH OR MORE EMPLOYEES
with fee. Renewals received C'ACTION. NEW APPLICATION (LA)
after February 15 must pay
penalty in addition to fee. 0 RENEWAL (LB)
NEW BUSINESSES AFTER 0 CHANGE (I-C)
JULY 31, 1/2 FEE. (PLEASE MAKE ANY NECESSARY CHANGES) 0 DELETE (LD)
NAME OF FIRM
BUSINESS PHONE NO. OF EMPLOYEES
)� E D—
A LL P, L I IJO E I V E
MAILING ADDRESS NATURE OF BUSINESS
_2 3
03 T7 C
BUSINESS ADDRESS
`7
INDIVIDUAL
(S)
PARTNERSHIP CORPORATION
(P) (C)
OWNERS NAME
'HOME ADDRESS
9, !) 7 ,
( � Y�,z C,
HOMEPHONE qj
17? Ll -�- �>P/
DATE OF BIRTH
;� 12 (�— 160
PLACE OF BIRTH
Lvj,,jtd&W
SOCIAL SECURITY NUMBER
1
EMERGENCY NOTIFICATION (1) NAME&TELEPHONE I jr XV7AA3 7
(PLEASE LIST TWO) (2) NAME & TELEPHONE
WASHINGTON STATE TAX NO. AP�LICANT'S SIGNATURE
4-�
DO NOT WRITE BELOW THIS LINE
STAFF REVIEW: FILL IN LAND USE CODE, UFIR NUMBERS, ZONING, ETC. CHECK APPROVAL OR DISAPPROVAL, DATE, AND
SIGN. IF DISAPPROVAL. PLEASE COMPLETE "COMMENT" SECTION. ROUTE TO NEXT DEPARTMENT ON LIST.
PLANNING DEPARTMENT DAT . / 2- LAND USE CODE ZONING CODE
APPROVE El DISAPPROVE SIGNATURE I I T-� I iz I Z5 I - 151
CONDITIONAL USE PERMIT
COMMENTS =1 E= M�fl
BUILDING DEPARTMENT DATE
&-'APPROVE
Building
11
Hotel/Motel
(L)
0 DISAPPROVE
SIGNATURE A. f jftfl�,
Permit
0
Apt. Bldg.
(A)
0
Office Bldg.
(0)
COMMENTS:
Occupancy
0
Restaurant
(R)
Group
0
Hosp/Nurs Home
(H)
CAPACITY: (NO. UNITS, APTS. OFFICES, SEATS, BEDS, STUDENTS)
0
School
IS)
FIRE DEPARTMENT DATE 16 U. F. 1. R.
0 APPROVE El DISAPPROVE SIGNATURE
COMMENTS:\
Pq�LICE DEPAR\TMENT DATE SIGNATURE
-C APPROVE 0 )�ISAPPROVE
COMMENTS:'
�PUB IC WORKS DEPARTMENT
MPPROVE 0 DISAPPROVE
A.
DATE 3 /c/ SIGNATURE
COMMENTS:
PLEASE RETURN TO CITY CLERK
APPLICATION
one City of Edmonds for EASEMENT NO.
a vo SIDE SEWElt PERM
EET LA;w REPAIRS :,�ASMT.- NO. 9--J� -----
CONSTRUCTION
------------ ------- ------------
OWNER ................. --- ---------------------- ------------------------------------------------------- -- --------------------------------------------------------- ..... PERMIT NO� SA
----------------------- -----------
------- ------ 7c: LEGAL- DESCRIPTION: LOT NO - ---------------------- --------------- BLOCK NO - ------------------------------------
JOB ADDRESS ......
.......... I ...... ---------------------------------------------------------------------------------------------------------- ........................ ------------
NAMEOF ADDITION -------------------------------------------------------------------------- z --------------------------------------------
E
1�w
3 A C m �..
4�
CITY OF EDMONDS
Call PRospect 6-1107 when work
3 /CCENTER -;-- WATER -SEWER DEPARTMENT is reaft for Inspection. (No Inspeo-
tions Saturday, Sunday or holidays.) No. 2455
SIDE SEWER PERMIT
2"103 — 7"Lh Av(-n,,jf- Wc�-;t
IRESS.......... : .......... ........................ . .......................................... ..............................................................................................................
'�ER ............... : .............................................................................. CONTRACTOR ......
..............................
idssion is granted ......... ................... .......... 1 19 .... for ........................ days to REPAIR or CONNECT a side sewer.
City Sewers In accordance with application on file and governing ordinances.
:NTION IS CALLED TO THE FOLLOWING:
No. 1—The owners of the property may obtain a permit to construct sewer inside property line. A licensed Side Sewer Contractor must
be employed to construct side sewer In street area. Do not cover any portion of sewer before it has been Inspected.
No. 2—Obtain full Information regarding Ordinance 11.16.030 and Regulations governing side sewers when you get permit.
No. 3—Top of side sewer must have at least 30 inches coverage at property line and 12 inches Inside property line; minimum grade of 2%.
No bends In grade sharper than % will be permitted.
No. 4—Trenches In street must be water settled and surface of street restored to original condition. Contractors shall be responsible for
failure due to Improper work wlUeh may develop within one year of coi pletion.
No.. 5—It to unlawful to alter or do any other work than Is provided for in the permit, or to do any work on the main sewer or Its 9-ppur-
tenances except to insert the pipe into the wye.
V
CAFILENO Qq-110
Critical Areas Checklist
--------------------------------------------------------------
Site Information (soils/topography/hydrology vegetation)
1. Site Address/Location: 2 _33 0, � 915-
2. Property Tax Account Number: - �Ielfe_ 00 3 -0/0,�q
3. Approximate Site Size (acres or square feet): i-� :�� &
4. Is this site currently developed? yes; no.
If yes; how is site developed? I�P)Ilpo
5. Describe the general site topography. Check all that apply.
Flat: less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15 % (a vertical rise of I 0-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of
I 0-feet over a horizontal distance of 3 3 to 66-feet).
Steep: grades of greater than 3 0% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: Approx. Depth:
7. Site contains areas of seasonal standing water: 1VQ Approx. Depth:
What season(s) of the year?
8. Site is in the floodway /1/0 floodplain of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? . /1/ 0 Flows are seasonal? - A/ (What time of year?
10. Site is primarily: forested meadow ;shrubs mixed
urban landscaped (lawn,shrubs etc) X
11. Obvious wetland is present on site: 410
---- — ----------- — ------------- -- - ------------------ For.City Staff Use.Only ------------- - -- — --- ------ — -------
1'. Site is Zoned?
.. .. ... . ... .......
.2. SCS mapped soil type(s)?.
I Wetland inventory'& C.A:. map indicates wetland pre36t on site?
.4. 6itical Areas� inventory or C.A. map ihdicates'Critical Area on site?
....... . ..........
5: Site within designated earth subsidence landslide hazard area?
"6. Site designated on the Eny.itoninentally Sensitive Areas Map?.
1,a_chk.doc; Rev 10/03/97
City of Edmonds
IMF CRITICAL AREAS CHECKLIST
The Critical Areas Checklist contained on this form is
to be filled out by any person preparing a
Development Permit Application for the City of
Edmonds prior to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are,O'r
may be, present on the * subject property. The
information needed to complete the Checklist should
be easily available from observations of the site or
data available at City Hall (Critical Areas inventories,
maps, or soil surveys).
An applicant, or his/her representative, must fill out
the checklist, sign and date it, and submit it to the
City. The City will review the checklist, make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit application.
Please submit a vicinity map along with the signed
copy of this form to assist City staff in finding and
locating the specific piece of property described on
this form. In addition, the applicant shall include
other pertinent infor mation (e.g., site plan, topography
map, etc.) or studies in conjunction with this Checklist
to assist staff in completing their preliminary
assessment of the site
I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the
best of my knowledge (fill out the appropriate column below).
Owner/Applicant:
Name
P�E v
Street Address
kM 7d--0.2- �
city State -Zip
%��s ) 9
Telephone
Signature
Applicant Representative:
Name
Stre et Address
city State Zip
Telephone
Signature -
/W';1
CITY OF EDMONDS
121 5TH AVENUE NORTH . EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
11 1 ERREse DEVELOPMENT SERVICES DEPARTMENT
.11 Planning - Building - Engineering
.0 C
June 16, 1999
Gene D. Chard
23124 �6 th Avenue West
Edmonds, WA 98026
Subject: Determination regarding Critical Areas Checklist # 99-170
Dear Applicant:
BARBARA FAHEY
MAYOR
Enclosed please find a copy of the Critical Areas Checklist you submitted. The "DETERMINATION" reached by the City
is located on the reverse side of the form (bottom of page).
It is very important for you to retain a copy of this Critical Areas Checklist "DETERMINATION" for your records.
...............
IMPORTANT INFORMATION TO BE NOTED:
PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT
ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENTAL CHECKLIS OR CRITICAL AREAS STUDY,
The 'DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not a
project -specific determination.
mio, You must submit a copy of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL 4*1
PERMIT APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED.
Permit applications include the following:
Enc: Determination
*Architectural Design Board
C:Reception\Jana\CRLTR.doc
Building Permits
Conditional Use Permits
Subdivisions
Variances
Applications to the ADB* Land Use Applications
,Any other development permit applications.
Thank you.
Planning Secretary
Incorporated August 11, 1890
Sister City - Hekinan, Japan
Permit No: UO - / 9 3
City of-Edmonlds r
RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date: 5&—sho
A. Address or Vicinity of Construc . tion:, 23303 7ST",4,/e..LA)-
B. Type of Work (be specific): UnL
C. Con . tractor: ARC, Contact:
MailingAddress: Phone:
State License #:,80Z3He>_- 0/& k- Liability Insurance:— Bond: $
D. Building Permit # (if applicable . ):200607- Side Sewer Permit # (if applicable):
E. n Commercial E] Subdivision 0 City Project El EUC (PUD, GTE, PSE, CHAMBERS, OVVrD)
Multi -Family- �Single Family Other
rNSPECTO
R-
F. PAVEMENT B'6ES n NO G. SIZE OF CUT H. Charge: S
CONCRETE CUT: F-1 YES P NO
APPLICANT TO READ AND SIGN
IDEMNITY. Applicant-'u'nderstands by hislher signature to this application helshe holds the City of Edmonds harmlessfrom injuries,
damages or claims of any kind, or description whatsoever, foreseen or unforeseen, that may be made against the City of Edmonds or
any of its departments or en�ployees, including , but not limited to the defense pf any legal proceedings including, defense costs and
attorneyf.ees by reason ofgranting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD -OF ONE YEAR FOLLOWING,THE FINAL
INSPECTION AND A CCEPTANCE OF THE WORK.' ESTIM,4 TED RESTORA TION FEES WILL BE HELD UNTIL THE FINAL STREET PA TCH IS
COMPLETED BY CITY FORCES, AT WHICH TIME A DEB!t� OR CREDIT WILL BE PROCESSED FOR ISSUAN E TO THE APPLICANT.
* Traffic control- and public safety shall be -in accordance with City xegulations as required &y, the City Engineer. Every
e trained as required b--)' AC) 296-155-305 and must have certification verifying compieti on of the
flagger must b. Z,, (W
required training in their poss;ession. 'A NV
* Restoration is to be in accordancel,*,ith City codes. All street -cut trench work shall. be patched with asphalt or City -
approved material prior to the end of the workday 7 NO EXCEPTIONS.
* Three sets of construction drawings of proposed work are required with the permit application.
IRAVEREAD THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND�ACKNOWLEDGE
THATIMUSTMAKE TLfEPINJCC-OPY-OF THE PERMIT AVAILABLE ON SITE A TALL TIMES FOR INSPECTIONS
Signature: _e X_ Date: �1,9 0
or or Agent)
100�
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO'BEG1N-N`1&G,'*-.dRK'
FOR CITY USE ONLY
Approved by:— Right-of-way Fee: -
Time. Authorized: Void After /,0/ Disruption Fee/Fund.111:
Special Conditions: pt-Z P410 A/ 410 r- Or Rest oration.Fee:
R5,411 IVIIS Total Fee: '75--
Receipt No:441r- 249060 /S90/
Issfied by:
UPON C * OMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL
INSPECTION� IfS REQUIRED PER CHAPTER 18.00 OF -THE EDMONDS
COMMUNITY DEVELOPMENT CODE.
11A Jrm:
FINAL APPROVAL OF PERMITTED WORK.- 11BEI y%A IFN
INSPECTOR'SS[GATATOIRE DATE:- k/iSfol
For inspection requirements see Engineering l[nformation Han dout-
NO WORK SI-IALL BEGIN PRIOR TO PERNIrr ISSUANCE